CW SAMPLE

1 . CW-2A/CW-2 For CW-2a and CW-2 the t he difference lies on the size of middle glass panel. The bigger glass size is considered on the verification for CW-2A/CW-2.

1.1.

MULLION DESIGN

1.1.1.FORCE 1.1.1.FORCE DISTRIBUTION

CURTAIN WALL FORCE DISTRIBUTION

AXIAL FORCES ON MULLION

SHEAR ON MULLION

BENDING ON MULLION

Deflection of Mullion = 14.23mm < L/300 + 5 = 3100/300 + 5 = 15.33mm

1.1.2. SECTION PROPERTIES

Material properties (Alloy 6063-T6) E = 70000 Mpa

Modulus of Elasticity

G = 26600 Mpa

Shear Modulus

   

3

= 2710 Kg/m

Density of Aluminum

= 160 Mpa

Limiting Stress for bending and overall yielding

= 95 Mpa

Limiting Stress for Shear

= 175 Mpa

Limiting Stress for local capacity

Dimension Properties b = 60 mm Profile Width d = 125 mm

Profile Depth

bf = 54 mm

Flange width

tf = 6 mm

Flange thickness

dw = 104 mm

Web Depth

tw = 3 mm

Web Thickness

gr = 0.45

Stress gradient coefficient, figure 4.2

Cx = 30 mm

Distance from neutral y-axis to extreme fiber

Cy = 78 mm

Distance from neutral x-axis to extreme fiber

Ix = 325.31 cm Iy = 74.42 cm

4

4 3

Moment of Inertia at major axis. Moment of inertia at minor axis.

Zx = 41.71 cm

Elastic Section modulus of inertia at major axis.

Zy = 24.81 cm3

Elastic Section modulus of inertia at minor axis.

A = 14.2 cm2

Cross-sectional area.



Section Classification and Local Buckling Fully Compact

      √             = 1.25

= 27.5 = 22.5

= 15.6

= 4.05

Semi-Compact Slender Slender limit Constant Limit for a semi compact section Limit for a fully compact section

Web Slenderness limit Element isfully Compact

Flange element is fully compact

Therefore the Section is compact 

Check for bending Moment Resistance for Mullion without reinforcement

      

Maximum factored bending moment.

My< MRX

Section is Okay.

My = 3.98KN.m



Material Factor Table 3.3 BS 8118.

Factored Moment Resistance at major axis with reduction due to slenderness.

Check for bending Moment Resistance for Mullion with reinforcement

              


My = 6.69KN.m


Mym =


Mym< MRX

Section is Okay.



Check for Shear Resistance

     

 √ 

Fully compact section Slender

= 1.25

Slender limit Constant

  

Section is fully compact

Vmax = 11.87 KN

Factored Shear Force

Shear on mullion Vm =

  

 

Nw = 2

Number of Webs

       

Effective Shear area of a mullion Factored Shear Load Resistance

Section is Okay

Vm< V 

Check for Tension Resistance

 


Tmax= 5.45 KN

Maximum factored Tension Force.

Tension on mullion Tm =

  

      Tmax<



  Factored Tension Resistance at major axis.

Section is Okay.

Check for Axial - Bending Resistance

    

Section is Okay.



REINFORECEMENT SECTION PROPERTIES (FW 60+ 324 320)

Material properties (Alloy 6063-T6) E = 70000 Mpa


G = 26600 Mpa

Shear Modulus

   

3

= 2710 Kg/m

Density of Aluminum

= 160 Mpa


= 95 Mpa


= 175 Mpa


Dimension Properties b = 53 mm

Profile Width

d = 98 mm

Profile Depth

bf = 26 mm

Flange width

tf = 3 mm

Flange thickness

dw = 87 mm

Web Depth

tw = 3 mm

Web Thickness

gr = 0.45

Stress gradient coefficient, figure 4.2

Cx = 13 mm


Cy = 54 mm


Ix = 125.80 cm Iy = 18.60 cm

4

4

2

A = 10.73 cm

Moment of inertia at minor axis.

3

Elastic Section modulus of inertia at major axis.

3

Elastic Section modulus of inertia at minor axis.

Zx = 23.30 cm Zy = 14.31 cm

Moment of Inertia at major axis.

Cross-sectional area.

Section Classification and Local Buckling

      √             = 1.25

= 27.5 = 22.5

= 13.05

= 3.9



Fully Compact Semi-Compact Slender Slender limit Constant Limit for a semi compact section Limit for a fully compact section

Web Slenderness limit Element isfully Compact

Flange element is fully compact

Check for bending Moment Resistance for Mullion Reinforcement

              


My = 6.69KN.m


Myr =


Myr< MRX

Section is Okay.




     

 √ 

Fully compact section Slender

= 1.25


  


Vmax = 11.87 KN


Shear on Reinf.,Vr =

   

 

Nw = 2

Number of Webs

        Vmax< V 


Section is Okay Check for Tension Resistance

 


Tmax= 5.45 KN

Maximum factored Tension Force.

Tension on Reinf.,Tr =

   

      T r<



 Factored Tension Resistance at major axis.

Section is Okay.

Check for Axial - Bending Resistance

    

Section is Okay.

1.2.

TRANSOM DESIGN

Transom shall be designed on the maximum panel size against 3.3KPa Wind Pressure.

Transom Load distribution

TRANSOM PROPERTIES (FW 60+ 320 480) Material properties (Alloy 6063-T6) 

E = 70000 Mpa


G = 26600 Mpa

Shear Modulus

   

3

= 2710 Kg/m

Density of Aluminum

= 160 Mpa


= 95 Mpa


= 175 Mpa


Dimension Properties

A = 12.13cm

2

Cross-sectional area. 4

Iy = 270.93 cm Ix = 71.30 cm

4

Moment of Inertia at minor axis. Moment of inertia at major axis.

Cx = 73 mm


Cy = 30mm


b = 60 mm

Profile Width

d = 140 mm

Profile Depth

bf 1= 54 mm

Element width for Mode 1*

bf 2= 52 mm

Element width for Mode 2*

tf = 2.1 mm

Flange width

dw= 125.8 mm

Web Depth

tw = 3.1 mm

Profile Web thickness

gr = 0.45

Stress gradient coefficient figure 4.2 in appendix

1.2.1.LOAD ANALYSIS 

Wind Load

W = 3.3 x (1.0 + 0.49) = 4.92 KN/m

Wind load value on transom.

Wf = 4.92 x 1.2 =5.90 KN/m

Factored wind load



Dead Load

For typical curtain wall:

               

Typical Length of transom. Maximum Glass panel height. Unit Weight of Glass. Thickness of Glass without air space Location of setting block.

DLg = Weight of Glass panel at each glazing support DLg =

= 53.55 Kg = 0.53 KN

DLfg=

KN

Load factor Factored weight of glass.

              DLft =

Factored weight of Transom.

DEAD LOAD DIAGRAM

WIND LOAD DIAGRAM

1.2.2.DESIGN Vw = 5.90x2/2 = 5.9 KN

Maximum shear due to wind load on the transom.

     

Moment due to Wind load on transom.

Vd = 0.024x2.1/2 + 1.30 = 1.33 KN

Shear due to dead load on the transom.

       

∆y=

Moment due to Dead load

Check for Deflection

  

= 6.48 mm

∆yallowable = L/200

Normal Deflection to the plane of glass.

= 10 mm

Normal Deflection Allowed

Section is Okay

∆y< ∆yallowable

∆z=

      

∆Zallowable = min ∆z< ∆Zallowable

= 0.18 mm

(L/500; 3.0 mm) = 3 mm

Normal Deflection to the plane of glass. Normal Deflection Allowed

Section is Okay

Section Classification and Local Buckling

         √                

Fully Compact Semi-Compact Slender

= 1.25

= 27.5

Limit for a semi compact section for internal element (Mode 1)

= 22.5

Limit for a fully compact section for internal element (Mode1)

= 8.75

Limit for a semi compact section for outstand element (Mode2)

= 7.5

Limit for a fully compact section for outstand elements (Mode2)

= 11.57<

Flange slenderness parameter Mode 1, fully compact element

= 10.89<

Flange slenderness parameter Mode 2, slender

= 17.85




Web slenderness parameter, fully compact element

Check for Bending moment resistance

 


Md = 0.12 x 1.2 = 0.144KN.m

Maximum factored bending moment parallel to plane.

Mw = 2.95 x 1.2 = 3.54KN.m

Maximum factored bending moment normal to plane.

          

Factored Moment Resistance at major axis. Factored Moment Resistance at major axis.

Md
     

Section is Okay




Web Element

     

 √ 

Fully compact section Slender = 1.25


  

Section is Compact

Vw= 5.9 KN


Nw = 2

Number of Webs

   

Effective Shear area of a mullion

             (    )  

Factored Shear Load Resistance Vrw = 43.28 KN Flange Element

       

 √ 

Fully compact section Slender = 1.25


    


Nf = 2

Number of flanges (considering both of 2.1 mm

Vd= 1.33 KN


        SHEAR CHECK

     

Section is Okay


1.3.

MULLION ANCHORAGE VERIFICATION

1.3.1.REACTIONS ON POINTS OF SUPPORT

1.3.2.TOP BRACKET VERIFICATION

Thread and Nuts Design:



Q, Shear on bolt = √10.592 + 2.982= 11.00 KN Use M12 Grade 8.8 threaded rod with nut on both sides of shear capacity = 375 N/mm 2: Ps (for double shear plane of bolts) = 2 x Shear Capacity x Effective shear area = 2 x 375x (0.74 x 3.14 x 2

12 /4) = 62.74 KN> 11.00 KN. 

Mullion Checking Against Bearing (BS 8118): Q/2 = 5.5 KN

Bearing strength of mullion = min (B RP1; BRP2) BRP1 = c x df x t x Pa / 1.2 c = 2 where df/t < 10 df = Nominal bolt diameter = 12 mm. t = mullion thickness + thickness of reinforcement = 3.1 + 2.9 = 6 mm. Pa = Limiting Stress of Alloy 6063 -T6 (BS 8118-table 4.1) = 175Mpa. BRP1 =21KN. BRP2 = e x t x Pa / 1.2 e= edge distance = 34 mm BRP2 = 29.75 KN. Therefore Bearing strength of the mullion = 21 KN >5.5 KN …….. Accepted



Steel Bracket Thickness:

Tbolt =Applied tension on one bolt =

  +

= 15.63 KN.

         

Anchors Design:

Strength of bolt will be computed in Fischer Software.

CW SAMPLE

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